technology and operation Andreas Efstratiadis, Nikos Mamassis & - - PowerPoint PPT Presentation

Hydroelectric reservoirs: technology and operation

Andreas Efstratiadis, Nikos Mamassis & Demetris Koutsoyiannis Department of Water Resources & Environmental Engineering, NTUA Academic year 2018-19

Renewable Energy & Hydroelectric Works

8th semester, School of Civil Engineering

Maximum pool level Normal pool level Minimum pool level Crest level River bed Foundation level Dam height Weir (spill) level Intake Spill gate Freeboard

Schematic layout of hydroelectric reservoir

Useful capacity

• Max. flood

capacity Extra storage & head Actual level Dead volume Useful storage Gross storage Power station



Normal pool level: Maximum elevation to which the water surface will rise during normal

• perating conditions; the corresponding storage is referred to as total capacity.



Minimum pool level: Lowest elevation to which water is drawn from a reservoir under normal operating conditions.



Maximum pool level: Maximum elevation to which the water surface is expected to rise during the design flood of the spillway.



Dead storage: Volume of water held below the minimum pool level, which cannot be used for any purpose under normal condition. It depends on:



the volume of sediment that is expected to be deposited into the reservoir during its design life;



the elevation of the lowest outlet of the dam;



the minimum head required for efficient functioning of the turbines.



Useful storage: Volume of water stored between the normal pool level and the minimum pool level, i.e. difference between the actual storage and the dead volume; also referred to as active storage, as water can be used for various purposes.



Useful capacity: Total capacity after subtracting the dead storage.



Surcharge or flood storage: Uncontrolled volume of water stored between the normal and the maximum pool level; it exists only during floods and cannot be retained for later use.

Characteristic elevations & storage components

Storage-elevation & area-elevation curves

0.0 4.0 8.0 12.0 16.0 20.0 24.0 28.0 32.0 750 760 770 780 790 800 50 100 150 200 250 300 350 400 450 500 550 Επιφάνεια ταμιευτήρα (km2) Στάθμη ταμιευτήρα (m) Απόθεμα ταμιευτήρα (hm3) Απόθεμα Επιφάνεια

• Min. pool

level +776 m Max pool level +792 m

Storage Area

Reservoir storage (hm3) Reservoir area (km2) Reservoir level (m) Digital elevation model (DEM) of Plastiras reservoir



Graphs illustrating the change of reservoir storage, s, and impoundment area, a, against the water level, z.



The relationships s = f1(z) and a = f2(z) are extracted

• n the basis of data sets (zi, ai) that either estimated

by measuring the associated areas on a topographic map or are calculated automatically (and with high accuracy) by using the digital elevation model of the area of interest.



The two curves can also be expressed analytically, as power functions of z, i.e.: s = κ (z – z0)λ s = κ (z/z0)λ where κ and λ are parameters that are estimated through regression, and z0 is a characteristic low level, e.g. the dead volume level or the foundation level.



Dam: Barrier constructed across a river, thus forming an artificial lake (reservoir) to hold back water and raise its level. Generally, they are classified into two groups:



Embankment dams, constructed from natural material excavated or obtained nearby (further classified into earthfill and rockfill);



Gravity dams, either from conventional vibrated concrete (CVC) or concrete mixed with earth materials, e.g. roller compacted concrete (RCC) or hardfill.



Ancillary hydraulic structures:



Bottom outlet, which allows emptying the reservoir in case of emergency;



Intakes and penstocks, controlling the water releases through the reservoir;



Spillway system, typically consisting of a controlling weir, a channel (chute) and a stilling basin, to safely pass overflows downstream when the reservoir is full;



Spillway gates, to regulate floods flows and further increase both the storage capacity and the available head (mainly applicable to large hydroelectric works);



Power station, located at the end of the penstock, to host the electromechanical equipment (turbines, generators, transformers);



Internal drainage works, collecting seepage within the body of the dam;



Auxiliary structures (used during the construction phase):



Cofferdams (the upstream one is often incorporated into the main dam);



Diversion system (tunnel or channel), to bypass the river flows during construction;

Major hydraulic structures

Layout of hydroelectric system: Kastraki, Achelous

Achelous river Earthfill dam Intake Penstocks Power station Tailrace Diversion tunnel Tunnel entrance Tunnel

• utlet

Spill channel (chute) Spill weir Crest & road Transformer

River diversion during dam construction



The period of construction may exceed ten years, thus the upstream cofferdam and the diversion tunnel are designed to retain floods of return periods 20-50 years.



Usually, another (smaller) cofferdam is built downstream

• f the main dam site to prevent water flowing back into

the construction area.



After the end of construction, two closure actions are employed to allow first impounding, i.e. a temporary closure of the entrance by using gates, and a permanent closing, by implanting a concrete plug inside the tunnel.

Entrance & outlet of diversion tunnel during construction of Hilarion dam

Outlet bottom



Bottom outlets mainly are safety works, to ensure conveyance of water into downstream river and to lower the level of the reservoir, in case of emergency evacuation.



The intake is constructed close to the foundation, while the inlets of main conveyance works (e.g., penstocks) are sited at much higher elevations (lower operation level).



Modern bottom outlets are also designed to provide ecological flow to the downstream river, as well as to discharge sediments, thus increasing the economic life of the dam.

Louros dam, pilot

• peration (1954)

Plastiras dam, downstream view Cerro del Águila Dam, Peru (2015)

Intakes and associated works



Usually horizontal, followed by a curve to an inclined or vertical power tunnel or a penstock.



Horizontal layout facilitate the placement of gates, trash racks, bulkheads and stoplogs.

Kremasta dam: Power intake Kastraki dam: trash racks and gates Stratos dam: inclined intakes under construction

Penstocks and associated works

Plastiras dam, diversion penstock, H = 577 m Kastraki dam: four exposed (surface) penstocks, H = 76 m



For large hydroelectric systems, the number of penstocks typically equals the number of turbines (expensive design); otherwise a single penstock of larger diameter is applied that splits at the power house (increase of local losses).



General design recommendations:



Total hydraulic losses should not exceed 5% of gross head;



Velocity should not exceed 6 m/s



Major design issue: water hammer (surge tank

• r pool, in case of large pipes and large heads)

Spillways



Objective: safe abstraction of the overflowed floodwater and its safe transfer and disposal to the downstream river. Main components are:



Approach channel;



Control structure (weir);



Discharge channel (chute);



Terminal structure (stilling basin);



During a flood event, the inflow hydrograph is routed through the reservoir and the spillway system, thus the outflow hydrograph arriving downstream is attenuated. The return period of the design flood may exceed 5 000 to 10 000 years.



Controlled spillways: The flow is regulated through mechanical structures or gates. This design allows nearly the full height of the dam to be used for water storage, and flood waters can be released as required by opening one or more gates.



Uncontrolled spillways: When the water rises above the crest, it begins to be released from the reservoir. The outflow rate is controlled only by the depth of water above the reservoir's spillway. The volume above the crest can only be used for the temporary storage

• f floodwater; it cannot be accounted for as useful storage, because it is normally empty.

Remarks: In hydropower reservoirs, order to minimize water losses due to spill, when the water level reaches or exceeds the weir elevation, the turbines are forced to operate in their maximum capacity, thus producing surplus energy (also referred to as secondary energy).

Spillways of large hydroelectric reservoirs in Greece

Side-channel spillway, Kastraki dam Gated spillway, Kremasta dam Pilot operation of Platanovrisi spillway Overturning gates, Kastraki

Outlet works: draft tubes & tailraces

Layout of outlet works of Stratos dam

Tailrace (outlet channel), 7.0 km Dry bed of River Achelous Stratos Ι (underground) Stratos IΙ Upstream Downstream Gates at the outlet Wet river bed downstream of the tailrace

Reservoir dynamics: Water balance equation

Uncontrolled inflows due to surface and groundwater runoff Leakage and seepage losses Controlled inflows due to water transferred from the upstream basin or diverted from

• ther basins

Precipitation

• ver the lake

Evaporation losses over lake Uncontrolled

• utflows through

the spillway Controlled outflows (water releases) through abstraction works (intakes, pumps) Dead storage Useful storage Spill volume Pool level



Continuous formulation, considering all inflow and outflow variables as instantaneous: ds/dt = inflows – outflows



Discrete formulation, considering the storage difference and the accumulated inflows and outflows during a time interval (t, t + Δt).

Ιαν 2010 Ιαν 2009 Ιαν 2008 Ιαν 2007 Ιαν 2006 Ιαν 2005 Ιαν 2004 Ιαν 2003 Ιαν 2002 Ιαν 2001 Ιαν 2000 Ιαν 1999 Ιαν 1998 Ιαν 1997 Ιαν 1996 Ιαν 1995 Ιαν 1994 Ιαν 1993 Ιαν 1992 Ιαν 1991 Ιαν 1990 Ιαν 1989 Ιαν 1988 Ιαν 1987 Ιαν 1986 Ιαν 1985 Ιαν 1984 Ιαν 1983 Ιαν 1982 Ιαν 1981 Ιαν 1980 Ιαν 1979 Ιαν 1978 Ιαν 1977 Ιαν 1976 Ιαν 1975 Ιαν 1974 Ιαν 1973 Ιαν 1972 Ιαν 1971 Ιαν 1970 Ιαν 1969 Ιαν 1968 Ιαν 1967 Ιαν 1966 Ιαν 1965 Ιαν 1964 Ιαν 1963 Ιαν 1962 mm 60 50 40 30 20 10

Plastiras reservoir: monthly water balance components

Ιαν 2010 Ιαν 2009 Ιαν 2008 Ιαν 2007 Ιαν 2006 Ιαν 2005 Ιαν 2004 Ιαν 2003 Ιαν 2002 Ιαν 2001 Ιαν 2000 Ιαν 1999 Ιαν 1998 Ιαν 1997 Ιαν 1996 Ιαν 1995 Ιαν 1994 Ιαν 1993 Ιαν 1992 Ιαν 1991 Ιαν 1990 Ιαν 1989 Ιαν 1988 Ιαν 1987 Ιαν 1986 Ιαν 1985 Ιαν 1984 Ιαν 1983 Ιαν 1982 Ιαν 1981 Ιαν 1980 Ιαν 1979 Ιαν 1978 Ιαν 1977 Ιαν 1976 Ιαν 1975 Ιαν 1974 Ιαν 1973 Ιαν 1972 Ιαν 1971 Ιαν 1970 Ιαν 1969 Ιαν 1968 Ιαν 1967 Ιαν 1966 Ιαν 1965 Ιαν 1964 Ιαν 1963 Ιαν 1962 790 788 786 784 782 780 778 776 Ιαν 2010 Ιαν 2009 Ιαν 2008 Ιαν 2007 Ιαν 2006 Ιαν 2005 Ιαν 2004 Ιαν 2003 Ιαν 2002 Ιαν 2001 Ιαν 2000 Ιαν 1999 Ιαν 1998 Ιαν 1997 Ιαν 1996 Ιαν 1995 Ιαν 1994 Ιαν 1993 Ιαν 1992 Ιαν 1991 Ιαν 1990 Ιαν 1989 Ιαν 1988 Ιαν 1987 Ιαν 1986 Ιαν 1985 Ιαν 1984 Ιαν 1983 Ιαν 1982 Ιαν 1981 Ιαν 1980 Ιαν 1979 Ιαν 1978 Ιαν 1977 Ιαν 1976 Ιαν 1975 Ιαν 1974 Ιαν 1973 Ιαν 1972 Ιαν 1971 Ιαν 1970 Ιαν 1969 Ιαν 1968 Ιαν 1967 Ιαν 1966 Ιαν 1965 Ιαν 1964 Ιαν 1963 Ιαν 1962 55 50 45 40 35 30 25 20 15 10 5

Level (m) Outflows (hm3) Inflows (hm3)

Hydroelectric reservoir simulation: model inputs



Simulation horizon (number of time steps): n



Elevation data:



Minimum poll level, zmin



Maximum poll level, zmax



Bottom level (river bed, datum), z0



Power station level (penstock outlet), zκ



Characteristic formulas (κ, λ, α, β, ψ: constants):



Storage vs. elevation: s = κ (z/z0)λ



Discharge vs. head: u = a (z – zκ)β



Energy production vs. water release & head: e = ψ r (z – zκ) Simulation: Simplified, step-by-step representation of the operation of a complex dynamic system. In the context of reservoir systems, simulation is employed to estimate the unknown outflows (i.e., releases to fulfill downstream water and energy demands, uncontrolled losses due to spill), for given technical characteristics, given inflows and demands, and given initial storage. Based on simulation outcomes, we can evaluate the system performance against a set of criteria. where e: energy (GWh); r: release (hm3); z – zκ: head (m); ψ ≤ 0.002725 GWh/hm3/m



Inflow time series, it (t = 1 … n)



Target energy production, e* (constant, seasonally constant or varying)



Initial storage, s0 (for relatively large n, its impact is negligible)

General formulation of reservoir simulation model



The reservoir dynamics is described via the water balance equation in discrete time form: st+1 = st + it – rt – wt where st is the storage at time step t, it are the accumulated net inflows within time interval [t, t + 1], i.e. runoff produced over the upstream basin and precipitation falling

• ver the reservoir surface minus water losses due to evaporation and leakage, rt are the

controlled water releases through the intakes, and wt are overflows through the spillway.



For a given storage at the beginning of simulation, s0, a given sequence of inflows (either projected or synthetically generated), and given demand dt, the water balance can be explicitly solved to provide the unknown quantities st+1, rt and wt, at each time step.



In particular, for a specific demand, dt, the actual release will be the minimum between the available water and the desirable release to meet this demand, i.e.: rt = min (st + it – smin, ut, dt) where smin is the reservoir storage at the minimum operation level, i.e. up to the intake, and ut is the maximum allowable abstraction due to flow capacity constraints.



If the remaining storage, after implementing releases, exceeds the reservoir capacity, smax, the surplus quantity is considered water loss due to spill, i.e. wt = max (0, st + it – rt – smax) Remarks: The above configuration implements an explicit simulation scheme, where all individual components (processes) of the water balance equation are carried out sequentially.

Adjustment of simulation model for hydroelectric systems



In the case of hydroelectric reservoirs, where a desirable energy production target is assigned, called firm energy, an equivalent water demand has to be estimated at each time step, on the basis of both the energy target, e*, and the available net head.



Actually, the net head is function of the unknown discharge and the varying reservoir level

• ver the time interval. In order to provide an explicit simulation scheme, the varying level is

approximated as constant and equal to the known reservoir level at the beginning of the time step, zt, thus using the simplified formula: dt = e* / ψ (zt – zκ)



This approximation introduces some error in simulations, which requires adopting a quite small time interval, in order to ensure relatively small fluctuations of the reservoir level within a time step.



Another key characteristic of hydroelectric reservoirs is the occasional generation of the so- called secondary energy, by passing surplus flow through the turbines in order to avoid or minimize spill losses, thus releasing more water than the one imposed by the associated firm energy target.



The price of secondary energy is by definition lower than the firm one, since its production is unpredictable and not dictated by a systematic release policy. Actually, this resembles to energy produced by other renewables, including small hydroelectric works, where the lack

• f storage capacity makes the energy production follow the pattern of randomly varying

inflows instead that of the demand.

Evaluation of energy performance



The evaluation of a hydroelectric reservoir is made on the basis of simulated energy, et, which allows estimating:



the probability of fulfilling the target energy (reliability), empirically computed as the percentage of time steps for which et ≥ e*



the energy production above target e* (surplus or secondary energy)



the energy deficit with respect to target e*



A power-duration curve is obtained by sorting the simulated energy data in descending order and assigning an empirical exceedance probability to each energy value.



If n is the size of simulated data (i.e. the length of simulation), the probability of exceeding the sorted value at position i is estimated by the Weibull distribution model: pi = i / (n + 1)



Using the power-duration curve we can estimate the firm energy provided by the reservoir, as the value ensured with a very high reliability level (typically, 95 to 99%).

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 0.00 0.20 0.40 0.60 0.80 1.00 Μηνιαία παραγωγή ενέργειας (GWh) Εμπειρική πιθανότητα υπέρβασης

Energy target Firm energy, for 95% reliability Empirical exceedance probability Monthly energy generation (GWh) Surplus (secondary) energy